ML17059B149
| ML17059B149 | |
| Person / Time | |
|---|---|
| Site: | Nine Mile Point  |
| Issue date: | 06/07/1996 |
| From: | Hood D NRC (Affiliation Not Assigned) |
| To: | NRC (Affiliation Not Assigned) |
| References | |
| TAC-M94858, NUDOCS 9606130093 | |
| Download: ML17059B149 (18) | |
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UNITED STATES NUCLEAR REGULATORY COMMISSION WASHINGTON, D.C. 2055&0001 June 7,
1996 LICENSEE:
Niagara Mohawk Power Corporation FACILITY:
Nine Mile Point Nuclear Station Unit No.
1
SUBJECT:
SUMMARY
OF TELEPHONE CONVERSATION OF MAY 22,
- 1996, ON REACTOR AND TURBINE BUILDING BLOWOUT PANELS (TAC NO. H94858)
On Hay 22,
- 1996, the NRC staff discussed, via telephone, the design/licensing basis questions on the Nine Mile Point Nuclear Station Unit No.
1, Reactor and Turbine Building blowout panels that were enclosed with NRC Special Inspection Report No. 50-220/96; 50-410/96-05, dated March 29, 1996.
This telephone call follows a previous call on Hay 2, 1996 (see Summary dated Hay 8, 1996).
Participants for the NRC staff we} e Messrs.
H. Hartzman, D. Jeng, and D. Hood.
Participants for the licensee included Messrs.
C. Terry, W. Yager, and several others.
To support the discussions, the licensee faxed the enclosed information to the NRC staff.
The licensee's discussion included the following items:
1.
Capacity of the Inter-panel J-joints to Transfer Membrane Stresses.
The capacity of the J-joints between panels to transfer membrane stresses has been determined to be insignificant.
This was determined by calculating the carrying capacity of a joint as part of a thin metal plate subjected to transverse pressure.
On this basis, the licensee concluded that the representation of the blowout panels as one-way slabs was acceptable.
2.
Bolt Calculations.
The licensee stated that the bolt calculations were based on an elliptic shear-tension interaction equation for high-strength bolts, taken from a textbook on the subject of bolted connections by Fisher.
The licensee finds this equation to be conservative for low-strength bolts.
3.
Blowout Panel Calculations.
The licensee's blowout calculations have been revised, and the blowout pressures
.are now estimated as 65 psf for the Reactor Building, and 62 psf foi the Turbine Building.
(These values were previously 45 psf).
The licensee also calculated the failure pressures of the superstructures in both buildings, and found them to be 145 psf and 135 psf, DFC i 230AA )
9606i300'P3 960607 "
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June 7, 1996 respectively.
The licensee stated that the current licensing basis value of 80 psf was merely an estimate known to be conservative (i.e., low) without the need for detailed analytical modeling.
4.
Protection of the Condensate Storage Tank.
In response to a question asked at the April 12,
- 1996, conference with the NRC staff, the licensee has calculated the consequences of a blowout panel segment impacting the roof of the building housing the condensate storage tank after an accident.
The licensee finds that, in a worst-case
- scenario, the roof could be penetrated, but the roof would not collapse, and the tank would not be damaged.
5.
As-built Data Based upon a detailed walk-down, the licensee has found some minor differences between the design and as-built dimensions of the angle structural members to which the panels are attached.
The licensee also finds that there is no connection at the top of the panels in the Turbine Building.
The licensee concluded that its calculations show ample margin to failure of the superstructure.
The licensee will submit written responses to the NRC questions of March 29,
- 1996, on or about June 5,
1996.
The licensee noted that some of the associated calculations may be included in the responses, but all calculations are available at the plant site for NRC staff audit.
Sincerely,
<j ORIGINAL SIGNED BY'Darl S.
Hood, Senior Project Manager Project Directorate I-1 Division ofi.Reactor Projects I/II Office of Nuclear Reactor Regulation Docket Nos.
50-220 and 50-410
Enclosure:
As stated cc w/encl:
See next page Distribution:
See attached sheet s
DOCUMENT NAME:
G: 'ItNMP1iNM194858. HEM To receive s copy of this document, indlcste In the box:
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~ Copy without sttschment/enciosure E
~ Copy with sttschment/enclosure N
m No copy OFFICE PDI-1:LA NAME SLittle DATE
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/96 PDI-1: PH DHood:smm A/
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/96 PDI-1:D JMitchellk
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respectively.
The licensee stated that the current licensing basis value of 80 psf was merely an estimate known to be conservative (i.e.,
low) without the need for detailed analytical modeling.
4.
Protection of the Condensate Storage Tank.
In response to a question asked at the April 12,
- 1996, conference with the NRC staff, the licensee has calculated the consequences of a blowout panel segment impacting the.roof of the building housing the condensate storage tank after an accident.
The licensee finds that, in a worst-case
- scenario, the roof could be penetrated, but the roof would not collapse, and the tank would not be damaged.
5.
As-built Data Based upon a detailed walk-down, the licensee has found some minor differences between the design and as-built dimensions of the angle structural members to which the panels are attached.
The licensee also finds that there is no connection at the top of the panels in the Turbine Building.
The licensee concluded that its calculations show ample margin to failure of the superstructure.
The licensee will submit written responses to the NRC questions of March 29,
- 1996, on or about June 5,
1996.
The licensee noted that some of the associated calculations may be included in the responses, but all calculations are available at the plant site for NRC staff audit.
Sincerely, 8~>.z~
Darl S.
Hood, Senior Project Hanager Project Directorate I-1 Division of Reactor Projects I/II Office of Nuclear Reactor Regulation Docket Nos.
50-220 and 50-410
Enclosure:
As stated cc w/encl:
See next page
B. Ralph Sylvia Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station Unit Nos.
1 and 2
CC:
Hr. Richard B. Abbott Vice President and General Hanager-Nuclear Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hr. Hartin J.
McCormick, Jr.
Vice President Nuclear Safety Assessment and Support Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hs. Denise J. Wolniak Manager Licensing Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hr. Kim A. Dahlberg General Manager - Projects Niagara Mohawk Power Corporation Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Hr. Norman L. Rademacher Plant Manager, Unit 1
Nine Mile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Mr. John T. Conway Plant Manager, Unit 2 Nine Hile Point Nuclear Station P.O.
Box 63
- Lycoming, NY 13093 Regional Administrator, Region I U. S. Nuclear Regulatory Commission 475 Allendale Road King of Prussia, PA 19406 Resident Inspector U. S. Nuclear Regulatory Commission P.O.
Box 126
- Lycoming, NY 13093 Charles Donaldson, Esquire Assistant Attorney General New York Department of Law 120 Broadway New York, NY 10271 Mr. Paul D.
Eddy State of New York Department of Public Service Power Division, System Operations 3 Empire State Plaza
- Albany, NY 12223 Hr. Richard M. Kessel Chair and Executive Director State Consumer Protection Board 99 Washington Avenue
- Albany, NY 12210 Mark J. Wetterhahn, Esquire Winston L Strawn 1400 L Street, NW Washington, DC 20005-3502 Gary D. Wilson, Esquire Niagara Mohawk Power Corporation 300 Erie Boulevard West
- Syracuse, NY 13202 Hr. F. William Valentino, President New York State
- Energy, Research, and Development Authority 2 Rockefeller Plaza
- Albany, NY 12223-1253 Supervisor Town of Scriba Route 8, Box 382
- Oswego, NY 13126 Mr. Richard Goldsmith Syracuse University College of Law E. I. White Hall Campus
- Syracuse, NY 12223 Hr. John V. Vinquist, HATS Inc.
P.O.
Box 63
- Lycoming, NY 13093
1r f
I"ih(=22-86 WED S: 40 HHP0 unii' r'>n ~.v, alb 34S 4762 P. 02 WFKBMCE
. 19.9%
NINE MILE POINT UNIT 1, RB/TB BLOW-OUT PANELS OPEN ISSUES RESULTING FROM NRC/NMPC TELECON DATED MAY 2, 1996 1.
PROVIDE JUSTIFICATION THAT THE J-JOINT BETWEEN TWO 2'IDE PANELS HAS NO OR INSIGNIFICANTCAPACITYTO TRANSFER MEMBRANE FORCES AND THAT THE PANELS SPAN ONE WAY ONLY.
2.
DISCUSS THE USE OF AN ELLIPTICALSHEAR/TENSION INTERACTION EQUATION FOR THE BOLT FAILURE FOR BI OWOUT PANELS.
3.
HOW THE RESULTS OF BOLT TESTING WERE APPLIED FOR COMPUTING THE BLOWOUT LOADS FOR PANELS (UPPER BOUND/LOWER BOUND NUMBERS). DISCUSS ANY NEED FOR DOING ADDITIONALTESTS TO DETERMiNE SHEAR STRENGTH OF BOLTS.
4.
TRACEABLE CALCULATIONS FOR ALLTHE ABOVE ISSUES FOR REVIEW BY THE NRC.
5.
NRC REQUESTED NM SUPPLEMENT THEIR ENGINEERING JUDGEMENT WITH A CALCULATIONTO PROVE THAT CST (CONDENSATE STORAGE TANK) ROOF WILLNOT COLLAPSE IF THE BLOWOUT PANELS FALL ON IT AND THAT THE CST's WILL REMAIN OPERABLE.
6.
NRC REQUESTED NM CONSIDER PERFORMING A RIGOROUS FINITE-ELEMENTMODEL ANALYSISTO COMPUTE FORCES ON PANELS.
IC¹26) 5/22/96
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HAY;22-86 WED 9:,41 NhPi i'Hi 1 I.'al P. 03 RESULTS OF A DETAILEDWALKDOWNPERFORMED TO VERIFY THE COMPLETE CONFIGURATION OF THE BLOWOUT PANEL CONNECTION DETAiLS 1,
AS SHOWN ON THE DRAWING, L3x3x1/4 TO WHICH THE FKX PANELS ARE ATTACHED BY 3/8 DIA. BOLTS IS ACTUALLY L3x2x1/4 FOR BOTH REACTOR AND TURBINE BUILDINGS. THE 3" LEG ATTACHES TO THE FKX PANELS.
2.
AS SHOWN ON THE DRAWING, L3-1/2x2-1/2x1/4 THAT IS WELDED TO THE COLUMNS IS ACTUALLYL2-1/2x2xl/4 FOR REACTOR BUILDINGAND L3x2x1/4 FOR TURBINE BUILDING.
3.
AS SHOWN ON THE DRAWING, L3x2x1/4 TO WHICH THE FKX PANELS ARE ATTACHED ARE NOT IN 12'ENGTHS BUT ACTUALLYARE 20', 20', AND 4'ONG FOR SECTIONS IN THE REACTOR BUILDINGAND ONE 20'ENGTI-I FOR SECTIONS IN THE TURBINE BUILDING. Tl-IE ANGLES ARE ONLY BUTTED TOGETHER, NOT CONNECTED.
4.
THERE IS NO CONNECTION ON THE TOP OF THE PANELS IN TURBINE BUILDING PANELS.
(C¹26) 5/22/96
~ V A
HAY-.22-S6 WED S:42 NIIPC IINIT I EIIG I:IIE Ilu.'tG 34'ul Tlm PPiFL M NARY
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~ REM
~RETIRED IIMEL LE LETTUI66 A 1/ "bolts 2" o.c P
-existi co d'ti~o Reactor Building Turbine Building Failure Load of Panels as reported on 4-12-96 94 psf (based on a linear shear/
tension eq.)
92 psf (based on a linear shear/
tension eq.)
Failure Load of Super-structure as reported on 4-1 2-96 110 psf Failure Load of Panels as per current refined analysis 128 psf*
(based on an eiliptical shear/ten.
equa tion) 122 psf*
(based on an elliptical shear/ten.
equation)
Failure Load of Super-structure as per current refined analysis 145 psf 135 psf "*
- This failure load has been computed by using the maximum value of 1/4" dia. bolt ultimate failure strengths obtained from the tests for both the Reactor 8 Turbine Building bolts. (Maximum of 13 tests performed for bolts removed from TB & RB)
- Preliminary information. Calculations have been prepared by NlVlPC.
Checking and approval is in progress. Willalso be independently verified by Sargent & Lundy Engineers.
l~
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HAY-22-96 WED 9'43 HhPO udt'>>
~No FAX HO.
315 Sc8 4 6~
PREL MINARY B. 1/4" bo ts 24" o c Current con i uratioQn Reactor Building Turbine Building Failure Load of Panels as repo>Wed on 4-12-SG 45 psf (based on a linear shear/
ten. eq.)
45 psf (based on a linear shear/
ten. eq.)
Failure Load of Super-structure as reported on 4-1 2-SG 110 psf Not available Failure Load of'Panels based on current refined analysis 65 psf*
{based on an elliptical shear/ten.
equation) 62 psf*
(based on an ellipticat shear/ten.
equation)
Failure load of Super-structure based on current refined analysis 145 psf**
135 psf
- See previous page for explanation
- See previous page for explanation
i1
Distribution:
HARD COPY Docket-- File PUBLIC PDI-I Reading DHood OGC ACRS CCowgill E-NAIL W. Russell/F. Miraglia R.
Zimmerman S.
Varga J. Zwolinski J. Mitchell D.
Hood S. Little E. Jordan (JKR)
W.
Dean C. Cowgill,
V 4j1 l